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REVIEWED BLD2024-0153+Structural_Analysis_or_Calculations+2.4.2024_3.20.16_PM+4038724Ccivil & structural ENGINEERING engineering &planning REVIEWED BY CITY OF EDMONDS RECEIVED p BUILDING DEPARTMENT: BLD2024-01 53 ................................................ Feb 05 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT STRUCTURAL CALCULATIONS Gardner -Brown Residence Remodel 1027 Walnut St Edmonds, WA 98020 09119123 250 4th Ave S Ste 200 CG Project No.: 22225.10 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 Project Description A remodel is planned for an existing single-family residence. The remodel will involve removing (1) load bearing wall between the kitchen and dining room, and several non -bearing walls. A new beam with columns will be installed to support the existing roof framing. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Design Roof Dead 15 psf Live 25 psf (snow) 0 CMDescription By cmi Date 9 19 2023 Project Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Gardner -Brown Residence 22225.10 Edmonds, WA 98020 Gravity Design Loads Roof DL Roofing Material 2.5 psf Sheathing 2.3 psf Insulation 1.0 psf Wood paneling 2.8 psf Beams @ 72" OC 0.8 psf Ceiling Joists @ 24" OC 1.0 psf M/E 1.0 psf Misc 1.5 psf 12.9 psf USE 15.0 psf Roof ILL (Snow) 25.0 psf � Description Gravity Design Loads By BTJ Date 03/01/23 ^ Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 2 Project Gardner -Brown Residence Job No. Edmonds, WA 98020 22225.10 HF Column & HF Sill Plate Capacity TABLE IBC 2018, NDS 2018 Date modified 10-2-14 6 7 8 9 10 11 12 13 14 15 16 (2) 2x4 HF Stud 5,149 4,121 3,311 2,693 2,224 1,862 1,579 1,355 1,175 1,028 906 PsILL 4,784 - - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 5,281 4,406 3,715 3,166 2,726 2,369 2,076 1,834 PSILL 6,910 6,910 - - - - - - - - - (4) 2x4 HF Stud 12,294 10,298 8,510 7,041 5,875 4,953 4,221 3,635 3,159 2,769 2,445 PsILL 8,505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038 PsILL 7,619 7,619 - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,543 3,948 3,461 3,057 PSILL 10,631 10,631 10,631 - - - - - - - - (2) 2x6 HF Stud 7,951 6,405 5,164 4,210 3,481 2,917 2,476 2,125 1,843 1,613 1,423 PSILL 7,518 - - - - - - - - - - (3) 2x6 HF Stud 16,730 15,297 13,636 11,927 10,333 8,934 7,746 6,750 5,918 5,221 4,634 PsILL 10,859 10,859 10,859 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 19,614 17,764 15,903 14,146 12,558 11,158 9,942 8,891 PSILL 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - - 4x6 HF #2 14,409 11,327 9,009 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,425 PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PsILL 10,277 10,277 10,277 - - - - - - - - 4x10 HF #2 23,562 18,717 14,972 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069 PSILL 13,112 13,112 13,112 - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463 PSILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156 PsILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6xl0 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PSILL 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - Description By BTJ Date 03/01 /23 Wood Column Capacity Table checked Date Scale Sheet No. ENGINEERING 250 4th Ave. South Suite20o Project j" Gardner -Brown Residence Job No. 22225.10 ROOF FRAMING KEY PLAN FOUNDATION KEY PLAN WoodWorksJ COMPANY PROJECT SOFTWARE FOR WOOD DESIGA' Sep. 19, 2023 09:18 BM-R1 Design Check Calculation Sheet Wood Works Sizer 2023 Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 5'-0.5" 0' 5' *Minimum bearing length setting used: 1/2" for end supports Lumber -soft, Hem -Fir, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 5'-0.5"; Clear span: 4'-11.5"; Volume = 0.9 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Load1 Dead Point 1.27 300 lbs Load2 Snow Point 1.27 500 lbs Loads Dead Full Area 15.00(0.67') psf Load6 Snow Full Area 15.00(0.67') psf Self -weight Dead Full UDL 5.2 plf Unfactored: Dead Snow Factored: 263 400 113 150 Total 664 264 Bearing: Capacity Beam 709 709 Support 1211 1211 Des ratio Beam 0.94 0.37 Support 0.55 0.22 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 38 Fv' = 172 psi fv/Fv' = 0.22